不计算受压区预应力钢筋Np=σpe*Ap-σl5*As (N)=3626374.761481.47016112752.116E+011395.901.243E+151.73146E+151.1442411972.955365457233317931506.40E+14epn=(σpe*Ap*ypn-σl5*As*ysn)/Np (mm)σpe=σcon-σl (N/mm)σpc=Np/An+Np*epn*yn/In+M2*yn/In (N/mm)σp0=σcon-σl+ae*σpc (N/mm)不出现裂缝Bs=0.85*Ec*I0允许裂缝Bs=0.85EcI0/(kcr+(1-kcr)ω)kcr=Mcr/Mkω=(1.0+0.21/αEρ)(1+0.45γf)-0.7Mcr=(σpc+γftk)W0γf=(bf-b)hf/bh0B=Mk/(Mq(θ-1)+Mk)*Bs===========正截面裂缝验算一级σck-σpc≤0σck-σpc=判断NO2.13E+00二级短期效应组合σck=Mk/W0=σck-σpc=判断OK准永久组合σcq=Mq/W0=σcq-σpc=判断NOσck-σpc≤ftk2.12E+012.13E+00σcq-σpc≤019.94531689.043E-01三级标准组合并考虑长期作用的最大裂宽ωmax≤ω1imω1im-最大裂缝宽度限值按第3.3.4条采用ωmax=αcr*ψ*σsk/Es*(1.9c+0.08deq/ρte)=ψ=1.1-0.65ftk/(ρte*σsk)=deq=Σni*(di)^2/Σni*vi*di=V1 V2按表8.1.2-21ρte=(As+Ap)/Ate=okAte=0.5bh+(bf-b)hf=暂时不考虑bf.hfσsk=(Mk±M2-Np0(z-ep))/((Ap+As)z)=0.20.1741822630.68527707125.971722370.50.023804633250000144.8493334764.3561532617.5573240341.470161αcr-构件受力特征系数按表8.1.2-11.7C=最外层纵向受拉钢筋外边缘至受拉区底边的距离(mm):当c<20时取c=20;当c>65时取c=6560判断OK挠度验算正常使用极限状态下的挠度fl1=S*Ml*l^2/B=预应力产生的短期反拱f2l=Np1*epn*l^2/8/Ec/Io=预应力产生的长期反拱f2l=Np*epn*l^2/8/Ec/Io*2=挠度限值表3.3.2 [f]=lo/300=构件挠度 f=f1l-f2l=挠度判断OKe=ep+((Mk±M2)/Np0)=z=[0.87-0.12(1-r'f)*(h0/e)^2]*h0=γ'f=(b'f-b)*h'f/(b*h0)=暂时不考虑bf.hfep=epn-ap=1.25E+026.706E+011.194E+0266.666666675.66E+00(梁高h)A=换算截面A0S0W0ypyp-ap=Ip
应力损失σl1=a*Es/l=σl2=σl3=σl4=σcon*(kx+μθ)=2Δt=应力松弛砼规6.2.120调整系数弯矩系数计算恒载2简支&固定0.562548(N/mm)12(N/mm)σl5=收缩徐变砼规6.2.5σl6==σl=∑σli=且σl（后张）≥σl 结果=砼信息混凝土强度等级弹性模量Ec703012080120计算活载C353.150E+04M设计值2.51E+09M恒1.70E+09M活3.38E+08短期弯矩 Ms2.04E+09长期弯矩 Ml1.92E+09M2-5.06E+08准永久系数(N*mm)(N*mm)(N*mm)(N*mm)(N*mm)ftk .. fcm钢砼弹模比ep/eces/ec2.219.06.190E+005.714E+000.65荷载Mk--荷载效应的标准组合Mq--荷载效应的准永久组合2.04E+09(N*mm)1.92E+09(N*mm)其他参数θ规范8.2.52Bs=不出现裂缝选111.24E+15允许出现裂缝选2截面抵抗矩塑性影响γ=(0.7+120/h)γm=γm值按表8.2.4=1.55h按表8.2.4上方=600ρ=(Ap+As)/(bh0)=0.01384受拉翼缘截面面积与腹板有效截面面积的比值γf=(bf-b)hf/(b*h0)=01.395钢筋信息预应力钢筋预钢筋数n21fpy钢筋直径d013.5fpyk单根钢筋Ap143.13882Ep总面积∑Ap3005.9151受力中心apσcon=fpyk*(0.65~0.75)取σcon=fpyk*0.75=普通钢筋钢筋数n6fpy钢筋直径d025fpyk单根钢筋As490.87385Es总面积∑As2945.2431受力中心as10701860195000140139534018000035截面信息(梁长L)(梁宽b)(梁高h)A=bxh200005001000500000孔道直径数量排数A孔40627539.82237换算截面净截面A05.219E+05AnS02.516E+08SnW096310202Wnyp482.0694ynyp-ap=342.0694yn-as=Ip4.643E+10In5.063E+052.494E+088.864E+07492.609667457.6096674.366E+10